IS 4332-5: Methods of test for stabilized soils, Part 5: Determination of unconfined compressive strength of stabilized soils

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IS 4332-5 (1970) : Methods of test for stabilized soils.
Part 5: Determination of unconfined compressive strength of
stabilized soils [CED 43: Soil and Foundation Engineering]

Jawaharlal Nehru
'Step Out From the Old to the New"

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Satyanarayan Gangaram Pitroda
Invent a New India Using Knowledge

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PROTECTED BY COPYRIGHT

1$: 4333 (Part V)-19T0

( Reaffirmed 2006 )

Indian Standard

METHODS OF TEST FOR STABILIZED SOILS

PART V DETERMINATION OF UNCONFIMED
COMPRESStVE STRENGTH OF STABILIZED SOILS

( firit Reprint JULY 1935 >

UDC 6^ ,138: 62^4 ,131-376

^ Copyright 1971

INDIAM STANDARDS INSTITUTION
MANAK BHAVAN, 9 BAHADUR SHAH ZAFaR MaRC

NtW DELHJ r 10002
<«*' * May J971

IS: 4332 (Part V)-1970

Indian Standard

METHODS OF TEST FOR STABILIZED SOILS

PART V DETERMINATION OF UNCON FINED
COMPRESSIVE STRENGTH OF STABILIZED SOILS

Soil Engineering Sectional Committee, BDC 23

Chairman

PttOF S. R. Meuba

Manak, Old Adhikari Lodge,
Ranikhet, Uttar Pradesh

Members Representing

Du Alam Sikoh University of Jodhpur, Jodhpur

Shri B. B. L. Bhatnaoar Land Reclamation, Irrigation & Power Research

Institute, Amritsar
Shai K. N. DadinA In personal capacity ( P-820, New Alipore, Calcutta 53 )

Sfri a. G, Dastidab Cementation Co Ltd, Bombay

ShbiJ. Datt Concrete Association of India, Bombay

Shbi T. M. Menon ( AlUmaU )
Shbj R. L. Dewan Bihar Institute of Hydraulic and Allied Research,

Khagaul, Patna
Pbof Dinbsh Mohaw Central Building Research Institute ( CSIR ), Roorkee

Shki D. R. Nabahabi ( Alternate )
D bectob, CENTKAii Soiii Mecha- Central Water & Power Ccmmission, New Delhi
Kics Rkseabch Station

DiRECTOB ( Dams II ) ( Alternate)
P OF R. N, DoGRA Indian Institute of Technology, J^ew Delhi

Si "II B. N, Gupta Irrigation Research Institute, Roorkee

r I Iaodish Narajn University of Roorkee, Roorkee

t X P* G.Jain National Buildings Organization, New Delhi

Shbi B. S. Bhatti ( Alternate)
Jc INT DiBECTOB Reseabch ( FE ) , Railway Board ( Ministry of Railways )
RDSO
Deputy Dibectob Re-
search, Soil Mechanics,
RDSO ( Alternate )
Shri S. S. Joshi Engineer-in-Chief's Branch, Army Headquarters

Shri S. VaradAbaja ( Alternate )
S TBI G. KuKCKELMANN Rodio Foundation Engineering Ltd; and Hazarat &

Co, Bombay
Shri A. H. Divanji ( Alternate )
Shri O. P. Mai.hotba Public Works Department, Government of Punjab

SuRi C. B. Patel M. N. Dastur & Co ( Private ) Ltd, Calcutta

( Continued on i; ««)«.'?)

INDIAN STANDARDS INSTITUTION

MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG
NEW DELHI

IS:4332(Part V)«1970

( drntinued from pagt I )
Members

Repebskntative
Rbpbesentativb

RkSKABCH Ovi-IGSB

Resbabch Ofi-icer
Secbetaby
Shbi S. N. Si:nha

Shri a. S. BisHKOi ( Alternate )

SUPBBIJJTBNDINO EnOINEEB

( Planniko & Design Circle )
Executive Engineer ( Soii»
Mechanics & Reseabch
Division ) ( Alternate )
Shri C. G. Swamxnathan
Db H. L. UpPAt
Shbi H. G. Vebma

Representing

All India Instruments Manufacturers & Dealers
Association^ Bombay

Indian National Society of Soil Mechanics & Founda-
tion Engineering, New Delhi

Public Works Directorate ( Special Roads ), Govern-
ment of West Bengal

Building and Roads Research Laboratory, Public
Works Department, Government of Punjab

Engineering Research Department, Hyderabad

Central Board of Irrigation and Power, New Delhi

Roads Wing ( Ministry of Transport & Shipping )

Concrete and Soil Research Laboratory, Public Works
Department, Government of Tamil Nadu

Institution of Engineers ( India ), Calcutta
Central Road Research Institute ( CSIR ), New Delhi
Public Works Department, (rovernment of Uttar
Pradesh

Shbi D. C. Chatubvei>i ( Alternate )
Shbi R, Nagarajan, Director General, ISI ( Ex-offieio Member)

Director ( Giv Engg )

Secretary

Shbi G. Raman

Deputy Director ( Civ Engg ) , ISI

Soil Testing Procedures and Equipment Subcommittee, BDC 23 : 3
Convener
Dr H. L. Uppal Central Road Research Institute ( CSIR ), New Delhi

Members
Db Ai^am Singh Unsversity of Jodhpur, Jodhpur

Shri T. N. Bhabgava Roads Wing ( Ministry of Transport & Shipping)

Shbi A. S. Bishnoi ( Alternate )
Shri R. L. Dew an Bihar Institute of Hydraulic and Allied Research,

Khagaul, Patna
Directob ( Central Soiii Central Water & Power Comhiissipn, New Delhi
Mechanics & Reseabch
Station )
DiuECTOB ( Dams II ) ( Alternate )
Shbi H. K. Guha. Geologists Syndicate Private Ltd, Calcutta

Shbi N. N. Bhattachabyya ( Alternate )

Shbi S. S.Joshi

Shri Mahabib Pbasad

Shbi O. P. Mai.hotba

Db I. S. Uppai. (Alternate)
Shbi D. R. Nabahabi

Shr^G. S. Jain ( Alternate )
Shbi H, C. Verma

Shbi M. N. Balioa {Alterruiie )

Engineer-in*Chief*« Branch, Army Headquarters
Public Works Department, Government of Uttar

Pradesh
Buildings and Road Research Laboratory, Chandigarh

Central Building Research Institute { CSIR ), Roorkee

Associated Instrument Manufacturers ( India )
Private Limited, New Delhi

IS: 4332 (Part V)-1970

Indian Standard

METHODS OF TEST FOR STABILIZED SOILS

PART V DETERMINATION OF UNCONFINED
COMPRESSIVE STRENGTH OF STABILIZED SOILS

0. F O R E W O R D

0*1 This Indian Standard ( Part V ) was adopted by the Indian Standards
Institution on '25 September 1970, after the draft finalized by the Soil
Engineering Sectional Gomrnittee had been approved by the Civil
Engineering Division Council.

0.2 Soil stapiiization is the alteration of any property of a soil to improve
its engineering performance. There are several methods of stabilization
and these may be broadly on the basis of treatment given to the soil ( for
example, dewatering and compaction ),' process involved ( for example,
thermal and electrical ) and on additives empioyed ( for example
asphalt and cement ). The choice of a particular method depends on the
characteristics of the problem on hand. For studying in the laboratory,
the methods and effects of stabilization, certain standard methods of test for
the evaluation of properties of stabilized soils and their analysis are
required. The required standards on methods of test for stabilized soils are
being published in parts. This part (Part V) lays down the method for
the determination of unconfined compressive strength of stabilized soil.

0.3 In the formulation of this standard due weightage has been given to
international co-ordination among the standards and practices prevailing
in different countries in addition to relating it to the practices in this field
in this country. This has beer met by basing the standard on
BS 1924: 1967 * Methods of test for stabilized soils' published by the
British Standards Institution.

0,4 In reporting the result of a test or analysis made in accordance with
this standard, if the final value, observed or calculated, is to be rounded
off, it shall be done in accordance with IS : 2-1960*.

♦Rules for ronnding off numerical values ( revised).

3

IS:4332 (Part V) -1970

SECTION A TEST FOR FINE AND MEDIUM
GRAINED STABILIZED SOIL

1. SCOPE

1.1 This standard (Part V) covers the determination of the unconfined
compressive strength of stabilized soil specimens made with fine and
medium grained soils. It covers the preparation and testing of cylindrical
specimens prepared to a pre-determined dry density or with a constant
compactive effort. The method in which the specimens are prepared to a
constant dry density is preferred and should be used whenever possible.

2. GROUPING OF SOIL

2*1 For the purpose of this standard, soils shall be grouped as follows:

a) Fine-Grained Soils — Not less than about 90 percent of the soil passing
a 2'36-mm IS Sieve.

b) Medium-Grained Soils — Not less than about 90 percent of the soil
passing a 20-mm IS Sieve.

c) Coarse-Grained Soils — Not less than about 90 percent of the soil
passing a 40-mm IS Sieve.

3. APPARATUS

3.1 For specimens compacted to a pre-determined dry density.

3.1.1 4'75-mm and 20-mm IS Test Sieves — For fine and medium-grained
soils respectively.

3.1.2 Balance, — readable and accurate to 1 g.

3.1.3 Tapered Moulds — each having two steel plugs of dimensions shown
in Fig. 1 and 3 for the preparation of specimens of the following
dimensions {see Note 1 );

a) For fine-grained soils 100 mm high x 50 mm mean diameter

{see Fig. 1).

b) For medium-grained soils 200 mm high X 100 mm mean diameter

{see Fig. 3).

3-1.4 Ejecting plungers and displacing collars for use with the above
moulds of dimensions shown in Fig. 2 and 4.

IS : 4332 (Part V). 1970

L

10

^ UOAJ

i ...

i

60*2 to 0-

J

AO mm
PARALLEL BOHt

160-01 -4

TAPER BORE

UO mm
PARALLEL BORE
f

A9'6 t>2 <;i> -+•

Hi

"UNDERCUT

'-"TH(S SURFACE SHALL BE
SQUARE WITH AXIS

.50-4 1.2

-RECESS 0.8 mm DEEP
PAINTED RED TO
(DENTtFV SMALLER EN^

if*

¥

SLIDE FIT IN MOULD

KNURL-PAINTED RED TO
IDENTIFY SMALLER END

ANNULAR RECESS IN
THIS FACE 0-8 mm
DEEP AND Gmm WIDE
55mm MEAN DIA^-^
PAINTED RED -^

Note 1 — All surfaces should be smooth and free from tool marks.

NoTi: 2 — Material — mild steel.

This design has been found satisfactory, but alternative designs may be employed,
provided that the essential requirements are fulfilled. Essential dimensions are under-
lined.

All dimensions in millimetres.

Fig. 1 Tapered Cylindrical Mould with Plugs for Preparation

OF Specimens for the Ungonfined Compressive Strength Test

( Fine-Grained Stabilized Soil )

IS : 4332 (Part V). 1970

AS-A t-l <p

•THIS SURFACE SHALL BE
PLAhfE AND SQUARE WITH
AXIS

.32 R

180

26 R

\

25

r ^jT

PLUG DISPLACING
COLLAR

(2 PER MOULD)

PLUNGER

This design has been found satisfactory, but alternative designs may be employed,
provided that the essential requirements are fulfilled. Essential dimensions are'
underlined.

All dimensions in millimetres.

Fig. 2 Plunger and Displacing Collar for Use with Tapered
Cylindrical Mould Shown in Fig. 1

IS : 4332 (Part V). 1970

13-7 p- 125*--H

-mJ jp0»a»_-2

A3C'6 t-4

^^ UNDERCUT

THIS SURFACE SHALL BE
SQUARE WITH AXIS

SECTION XX

RECCSS O'ft mm DEEP
»»AINTED RED TO
IDENTrFY SMALLER END
'10

— gjl^^ssma

iaJ~

5^ANNULAR RECESS IN THIS
FACE 0'»rnm DEEP AND
6mm WIDE, 105mm MEAN

fX DiA PAiNTED RED

Ui-125* m4

This design has been found satisfactory, but alternative designs may be employed,
provided that the essential requirements are fulfilled. Essential dimensions are under-
lined.

All dimensions in millimetres.

Fig. 3 Tapered Cylindrical Mould with Plugs for Preparation

OF Specimen for the Unconfined Compressive Strength Test

( Medium-Grained Stabiuzed Soil )

ISx4332(PartV)-1970

57 R

blR

SECTION XX

^THIS SURFACE SHALL BE PLANE
AND SQUARE WITH AXIS

98-7 1^2

430-0 t'A

,.r"i—

T~f

r

PLUNGER
DISPLACING COLLAR

(2 PER MOULD)

51 R

57 R

100

25<^

PLUNGER

PLUG
DISPLACING COLLAR

(2 PER MOULD)

This design has been found satisfactory, but alternative designs may be employed,
provided that the essential requirements are fulfilled. Essential dimensions are
underlined.

All dimensions in millimetres.

Fig. 4 Plunger and Displacing Collar for Use with
Tapered Cylindrical Mould Shown in Fig. 3

IS:4332 (Part V). 1970

3#1«5 Compression Testing Machine of the Lever y Self Indicating or Proving
Ring Type — Capable of exerting a load up to 5 tonnes for fine-grained soil
specimens and 50 tonnes for medium-grained soil specimens^ and of
providing a uniform rate of deformation in the test specimen of approxi-
mately r25 mm/min.

In addition to the equipment specified in 3.1.5, use may be made of a
jack and frame or other mechanical device to force the plugs into the
mould and so avoid the use of a compression testing machine for this
purpose,

3.1.6 Steel Tamping Rod^ — 6 to 12 mm diameter and of suitable length.

3.1.7 Device — for moisture content determination in accordance \frith
IS:4332 (Part II)-1967'*'.

3.1.8 Hide^ or Copper-Faced Hammer — a suitable weight being 2 kg.

3.1.9 Metal Funnel or Scoop — to fit the neck of the moulds.

3.1.10 Calipers — readable and accurate to 0*25 mm with an opening not
less than 100 mm or 200 mm when testing fine- or medium-grained soils
respectively.

3.2 For specimens compacted to a constant compactive effort, additional
apparatus given in 3.2.1 to 3.2.3 is required.

3.2.1 Metal Rammer-— 50 mm diameter having a weight of 2'6 kg and a
controlled drop of 310 mm,

3.2.2 Palette Knife — a convenient size is one having a blade 200 mm
long and 30 mm wide.

3.2.3 Straight Edge — for example, a steel strip 300 mm long, 25 mm
wide and 3 mm thick, with one bevelled edge.

4. MATERIAL

4.1 Paraffin wax or other suitable wax for coating the test specimen to
maintain it at its specified moisture content.

5. PREPARATION OF SPECIMEN

5.1 For specimens compacted to a pre-determined dry density.

5.1.1 Compaction Using Compression Device — Using only material passing
the 4*75-mm IS test sieve for fine-grained soils, and only material passing the
20-mm IS test sieve for medium-grained soils, the stabilized soil shall be
prepared as described in IS : 4332 ( Part I ) - 1967t.

*Methods of test for stabilized soils: Part II Determination of moisture content of
stabilized soils mixtures.

tMethods of test for stabilized soils: Part I Method of sampling and preparation of
stabilized soils for testing.

IS : 4332 (Part V). 1970

The weight of the stabilized soil ( W^i ) required for moulding into
a specimen of the required dry density shall be calculated in accordance
with the mould used. In the case of soils stabilized with a solid stabilizer,
for example, cement, this weight shall be calculated from the formulae:

For fine-grained soils ( 100 x 50 mm moulds):

Wi ^(Vf+ yg-^ Tag - ( 196 + l-96m) T rfg
For medium-grained soils (200 mm x 100 mm moulds):
IVii ^m + ^ ) T.g = ( 1 570 + 15-7m ) T.g

where

F/= volume of mould for fine-grained soils in cm^,
m = the moisture content of the soils plus stabilizer in percent,
<y>^ ass density of dry soil plus stabilizer in g/cm^, and
Vtn = volume of mould for medium-grained soils in cm^.

The appropriate weight of material shall be placed in the mould into
which, using a displacing collar, the lower plug has been inserted to a
distance of 15 mm. During filling, the stabilized soil shall be tamped
gently and uniformly so that the upper plug can be inserted at a distance of
15 mm. The upper plug should be inserted and the mould assembly placed
in the compression device or testing machine. After removal of the
displacing collars, pressure shall be applied to the plugs until the flanges
are in contact with the barrel of the mould. After the pressure has been
maintained for about ^ minute, the load shall be released and the mould
removed from the press. The plugs shall then be removed from the mould.
The plunger shall then be inserted into the end of the mould having the
smaller diameter and the specimen released from the taper by gentle
hammering or pressure. The specimen shall then be removed from the
mould and weighed to the nearest 1 g ( W^ ) {see Note 2 ).

5.1.2 Compaction Using Hammer — The procedure shall be as in 5.1.1
except that the specimen shall be compacted by driving home the end plugs,
with a hide- or copper-faced hammer.

5.2 For Specimens Compacted with Constant Compactive Effort —

Using only material passing the 4*75-mm IS test sieve for fine-grained soils,
and only material passing the 20-mrn IS test sieve for medium-grained
soils, the stabilized soil shall be prepared as described in IS : 4332 ( Part I )-
1967*

'Methods of test for stabilized soils : Part I Method of sampling and preparation of
stabilized soils for testing.

10

IS:4332(Psrty)-lS70

5.2.1 For Fine-Grained Soils — The appropriate plug shall be inserted into
the bottom of the mould ( that is the larger diameter uppermost ) and a
quantity of the material sufficient to give a specimen length of 100-115 mm
after compaction (that is about 450 g) shall be added to the mould, being
tamped uniformly and gently with the tamping rod during the operation.

The other plug shall be inserted into the mould, and the soil shall be
compacted by 15 blows of the rammer dropped from a height of 310 mm
into the plug (this plug should not have been driven fully home at this
stage; if it has, then there is insufficient material in the mould ). Th*^ mould
containing the specimen shall then be inverted and the uppermost plug
replaced by the plunger. The soil shall then be further compacted by 15
blows from the rammer applied to the plunger.

The compacted specimen shall be rejected for subsequent testing if its
length exceeds 1 15 mm.

The plunger shall then be inserted into the end of the mould having
the smaller diairieter and the specimen released from the taper by gentle
hammering or pressure. The specimen shall then be removed from the
mould and weighed to the nearest 1 g ( 1^2 ) ( -^^^ Note 2 ).

5.2*2 For Medium-Grained Soils — The appropriate plug shall be inserted
into the bottom of the mould (that is the larger diameter uppermost) and
a quantity of material sufficient to give a specimeri of 200-215 mm after
compaction (that is about 35 kg) shall be compacted into the mould
in six equal layers, each layer being given 25 blows of the rammer dropped
from a height of 310 mm above the stabilized soil. The blows shall
be uniformly distributed over the surface of each layer, which shall be
scarified with the palette knife before the next layer is added. The
compacted specimen shall be rejected for subsequent testing if its length
exceeds 215 mm.

The plunger shall then be inserted into the end of the mould having
the smaller diameter and the specimen released from the taper by gently
hammering or pressure. Any length in excess of 200 mm shall be
extruded beyond the mould. This length is gauged by placing the
200 mm long displacing collars on the plunger. The face of the specimen
shall be carefully levelled off to the end of the mould using the straight
edge, and any irregularities shall be filled with fine material from the same
sample. The specimen shall then be removed from the mould and
weighed to the nearest i g ( w\) (see Note 2).

6. CURING

6.1 The specimen shall be completely coated with paraffin wax or other
suitable wax or otherwise suitably protected by methods such as wrapping
in polyethene to maintain it at its specified moisture content (see Note 3),

11

IS : 4332 (Part V). 1970

care being taken not to leave holes in the wax film and to complete the
coating as quickly as possible to prevent the absorption of wax, and it shall
then be weighed to the nearest 1 g ( W^s). It shall subsequently be stored
for a period ( see Note 4 ) , the length of which will def}end on the process
and type of stabilizer employed, under conditions in which it is protected
from mechanical damage and kept at a temperature of 27 ± 2^0 {see
Note 5).

After the curing period and before testing, the specimen shall again be
weighed to the nearest I'g ( W^), Any 100 rnm high X 50 mm diameter
specimen which has lost more than 2 g in weight and any 200 mm high
X 100 mm diameter specimen which has lost more than 5 g in weight
during the curing period shall be discarded.

7. TEST PROCEDURE

7.1 After weighing, the wax shall be removed from the end of the
specimen and, if desired, from the sides, care being taken to avoid
damaging the soil surface.

7.2 The length of the specimen (L) shall be measured to the nearest
0'25 mm by means of the calipers, and recorded.

7.2.1 The specimen shall then be placed centrally on the lower platen of
the compression testing machine and the load shall be applied to the ends
of the specimen. The load shall be applied so that the rate of deformation
is uniform approximately 1*25 mm/min. The maximum load exerted
by the machine during the test shall be recorded P kg.

7.3 The moisture content shall be determined in accordance with
IS: 4332 (Part II)-1967* on a representative sample of fragments taken
from the interior of the specimen, and recorded.

8. CALCULATIONS

8.1 The unconfined compressive strength (/►) of the specimen shall be
calculated from the formulae:

a) For fine-grained soils

p = PjAf = P/1 963 MN/m2

b) For medium-grained soils

p = PI Am = P/7 854 MN/m*
where

P— maximum recorded load, N {see 7.2.1),

♦Methods of test for stabilized soils: Part II Determination of moisture content of
stabilized soil mixtures.

12

IS:4332(PartV)*1970

^/=r cross sectional area of specimen for fine-grained soil (mm*),
and

Am — cross sectional area of specimen for medium-grained soils

(mm*).

8.2 In the case of soils stabilized with solid stabilizer, the weight of the
dry solids/cm® [ dry soil plus stabilizer density ( yd ) J in the specimen
shall be calculated from the formulae:

a) For fine-grained soils

^^ AfL ( 100 4 m) l9-63Z.( 100+m) ^'^^

b) For medium-grained soils

'- AmL ( 100 + w) 78'54L( 100 + m)^'

where

P/g =s weight of specimen before coating with wax in g;

Af = cross- sectional area of specimen for fine-grained soil ( cm^ );

Am — cross sectional area of specimen for medium grained soils
(cm*);

L = length of specimen ( cm ) ; and

m = moisture content of the soil plus stabilizer after curing, in
percent,

9, REPORTING OF RESULTS

9A The unconfined compressive strength of the specimen shall be reported
as follows;

a) Values of compressive, strength up to 2 MN/m* (20 kg/cm^)
report to the nearest 0*05 MN/m* (0*5 kg/cm*).

b) Values of compressive strength above 2 MN/m* (20 kg/cm*) report
to the nearest 0*1 MN/m* ( 1 kg/cm*).

9*2 The report shall include relevant details of the size and shape of the
specimen and the composition of the stabilized soil mixture, the dry soil or
dry soil plus stabilizer density, the moisture content as determined in 7.3,
the methods of compaction and curing and the curing period and
temperature.

Note 1 — The standard has been written on the basis of internaUy -tape red moulds
being used. Although these have the advantage that they are very convenient in use,
split moulds with parallel bores may also be employed. The moulds should be lightly
coated with suitable oil before use.

13

IS:4332 (Part V) -1970

NoTK 2 — Removal oj Specimen from mould — When dealing with cohesive mixtures of
stabilized soil it is possible to remove the specimen from the mould immediately after
preparation. However, with non-cohesive soils mixed with stabilizers ca]>able of
developing cohesion, it may be advantageous to allow the specimen to remain in
the mould for some time, for example, 24 hours.

Note 3 — Coating with wax has been specified as this has been found to be the best
method of maintaining the moisture content of the specimen at a constant value of
and is very simple to carry out. To simplify its removal from the specimen, the wax
should be used as cool as possible.

Note 4 — Period of storage — With many stabilizing agents, the strength of the
stabilized soil increases with storage. In such cases, tests should be made on specimens
that have been stored for various periods to determine whether or not the strength
is increasing satisfactorily. With cement-stabilized specimens, suitable periods of
storage are 3,7,14 and 28 days.

In certain circumstances, however, it will be convenient to obtain a simple
assessment of the quality of the stabilized mixture as rapidly as p()ssible. In such
cases, tests should be made on specimens that have been stored for a single fixed
period, the time chosen depending on the process of stabilization under considera-
tion. With cement stabilized specimens, this period should normally be seven days.

Note 5 — The tolerance on the curing temperature ofdz2^G is essential for all
laboratory work and for preliminary testing to ascertain the cement content required.
For site conditions where strength tests are being made only for quality control
purposes, however, the tolerance may be relaxed to ± 5°C. If this is done the
maximum and minimum curing temperatures should be ascertained and reported with
the results.

SECTION B TEST FOR MEDIUM AND COARSE GRAINED

STABILIZED SOIL

10. SCOPE

10,1 This method covers the determination of the unconfined compressive
strength of stabilized soil specimens made with medium-and coarse-grained
soils. It covers the preparation and testing of cubical specimens prepared
-to a pre-determined dry density, with a constant compactive effort or by
compaction to refusal. The method m which the specimens are prepared
to a pre-determined dry density is preferred and should be used whenever
possible.

11. GROUPING OF SOIL

11.1 For the purpose of this standard, soils shall be grouped as follows:

a) Fine-grained soils — Not less than about 90 percent of the soil passing
a 2'36-mm IS Sieve.

b) Medium-grained soils — Not less than about 90 percent of the soil
passing a 20-mm IS Sieve.

14

18:4332 (Part V)- 1970

c) Coarse-grained soils — Not less than about 90 percent of the soil
passing a 40-imn IS Sieve.

12. APPARATUS

12.1 For all methods of compaction.

a) 20-mni and 40-nmi IS test sieve for medium- and coarse-grained
soils respectively.

b) Balance -^residsihle and accurate to 1 g,

c) Steel or Cast Iron Mom/^/j — suitable for casting 150 mm cubes.

The mould shall be strong enough to prevent distortion and
constructed in such a manner as to facilitate removal of the specimen
without damage. The mould shall be so machined that when it is
assembled ready for use the dimensions and internal surfaces are
accurately within the following limits:

The height of the mould and the distance between the opposite faces
shall be 150 ±02 mm. The angle between adjacent interior faces
and between interior faces and top and bottom planes of the mould
shall be 90 =fc 0*5**. The interior faces of the mould shall be plane
surfaces with a permissible variation of 0*03 mm. Each mould shall
be provided with a baseplate having a plane surface. The baseplate
shall be attached to the mould with robust clamps.

The parts of the mould shall be lightly oiled before zissembly,
and when assembled shall be positively and rigidly held together
during filling and subsequent handling of the filled mould.

d) Plasterer's. Steel Trowel

e) Curing Tins — 160 X 160 X 155 mm deep with well-fitting lids, and
suitable sealing tape,

f ) Compression Testing Machine of the Lever , Self-Indicating or Proving Ring
Type — capable of exerting sufficient load for the tests and of
providing a uniform rate of increase of stress in the test specimen
of approximately 35 kgf /cm*/min.

g) Palette Knife — a convenient size is one having a blade 200 mm long
and 30 xnrri wide.

h) Flat Metal Plates — measuring approximately 200 mm x 200 mm
X 3 mm for preventing loss of moisture from top of cube mould.

j) Apparatus — for moisture content determir ,tion in accordance with
IS:4332(PartII)-l957*.

♦Methods bf test for stabilized soils: Part II Determiaation of moisture content of
stabilized soils mixtures.

15

IS i 4332 (Part V). 1970

j/

TO SUIT HAMMER

A= 50 OR 100 0« 150

H

I
13

90 50 H *

165

13

T

This design has been found satisfactory, but alternative designs may be employed,
provided that the essential requirements are fulfilled. Essential dimensions are under-
lined.

All dimensions in millimetres.

Fig. 5 Tamper with Spacing Collar, for Use with a Vibrating

Hammer, for Preparation of Specimens Made Up To a Pre-determined

Dry Density for the Unconfined Compressive Strength Test

(Medium and Coarse-Grained Stabilized Soils)

16

IS : 4332 (Part V). 1970

12.2 For Specimens Compacted to a Pre>determined Dry Density —

The following additional apparatus is required:

a) Suitable Electric or Pneumatic Vibrating Hammer

b) Square or Rectangular Tamper — preferably square, of approximately
8000 mm^ area for use with the vibrating hammer having a collar
rigidly and accurately attached to its shank so that the tamper foot
is prevented from entering the mould further than 50 mm {see
Fig. 5),

c) As in ( b ) but with entry into the mould limited to 1 00 mm,

d) As in (b) but with entry into the mould limited to 150 mm.

12*3 For Specimens Compacted to a Constant Compactive Effort —

The foilpwing additional apparatus is required:

a) Metal Rammer — having a 45 mm X 45 mm square faces a weight of
4"89 kg and a controlled drop of 450 mm {see Fig. 6).

45 SO

i_

■US-

j£.

SRAZE

-510-

-^13

r-25 <t>

-^;

-^ ^l-5m

- 50 <)

50

m THICK RUBBER
GASKET

RAMMER

12-^ o

54
SQ

-5a6'5-

ujjjjjjjjjjjjjjjjjjj jijryj

tij^jj J J J J J

n^unh

unnunii i lumnsi

jj}jj>}f}j}}jfjj*j}ff»i3)iji Ifimnnmntinnr .

26 9

*-47 SO

« HOLES, 12 mm

GUIDE

This design has been found satisfactory, but alternativg designs may be employed,
provided that the essential requirements are fulfilled. Essential dimensions are
underlined.

Note — Rammer — Adjust to make total weight 4*89 kg. Guide length of travel of
rammer 4.50 mm.

All dimensions in millimetres.

Fig. 6 Rammer for Preparation of Specimens Compacted to

A Constant Compactive Effort for the Unconfined Compressive

Strength Test (Medium and Goarse-Grained Stabilized Soil)

17

IS;4332(PartV)-1970

b) Straightedge — for example a steel strip 300 mm long, 25 mm wide
and 3 mm thick, with one bevelled edge.

12.4 For Specimens Compacted to Refusal — The following additional
apparatus is required:

a) Electric, Pneumatic Vibrating Hammer

b) Square or Rectangular Tamper — preferably squarie of approximately
8000 mm- area for use with the vibrating hammer.

c) Straightedge — for example, a steel strip 300 mm long 25 mm wide

and 3 mm thick, with one bevelled edge

13. PREPARATION OF SPECIMEN

13«1 For Specimens Compacted to a Pre»deteriiiitied Dry Density —

Using only material passing the 20-mm IS Test Sieve for medium-grained
soils, and only material passing the 40-mm IS Test Sieve for coarse»-grained
soils, the stabilized soil shall be prepared as described ih IS: 4332
(PartII)-1967*.

The weight of stabilized soil (Wi) required for moulding into a
specimen of the required dry density shall be calculated from the formula:
For soils stabilised with a solid stabilizer:

H^i-(^+ -j^^^ V«g-(3375 + 33-75m)yc^g

where

V = volume of the mould in cin^,

m = moisture content of the soil plus stabilizer in percent, and

Yd =3 density of dry soil plus stabilizer in g/cm*.

The material ( Wi ) shall be divided into three equal parts by weight.
One of the parts shall be placed in an assembled mould and the surface
levelled oft. Using a tamper fitted with a collar at the iO cm mark and a
vibrating hammer, the material shall be compacted uniformly until the
collar comes into contact with the upper surface of the mould. The sur-
face of the layer shall be scarified with the palette knife before adding the
next layer, which shall be compacted in similar manner to the first layer,
but using a tamper fitted with a collar at the '5 cm position. A 150 mm
cube mould, less baseplate shall then be placed squarely on top of the
mould, the compacted surface scarified with the palette knife, and the final
layer added using the tamper with the collar at the 150 mm position. The
upper mould shall then be removed and ' the surface of the specimen

^Methods of test for stabilized soils : Part II Determination of moisture content of
stabilized soil mixtures.

18

IS: 4332 (Part V)-1970

carefully levelled off to the end of the mould using the trowel and vib-
rating tamper, care being taken not to spill any loose material during tliis
final operation. The mould containing the specimen shall then be covered
with a metal plate and stored at a temperature of 27±2*C {see Note 1 )
until the following day when the specimen shall be removed from the
mould for further curing. The specimen shall then be weighed to the
nearest 1 g ( H^g)*

13*2 For Specimen Compacted to a Constant Compactive Effort —

Using only material passing the 20-mm IS Test Sieve for medium-grained
soils, and only material passing the 40-nim IS Test Sieve for coarse-grained
soils, the stabilized soil shall be prepared as. described in IS:4332(Part I)-
1967*.

13*2.1 The mould shall be assembled on its baseplate, and another
mould, less baseplate, placed squarely on top. A quantity of stabilized
soil sufficient to give a specimen of 150 to 165 mm depth after compaction
(that is about 8 kg ) shall be compacted into the mould in three equal
layers, each layer being given 35 blows of the rammer dropped from a
height of 450 mm above the stabilized soil. The blows shall be uniformly
distributed over the surface of each layer, which shall be scarified with the
palette knife before the next layer is added. The compacted specimen
shall be rejected for subsequent testing if its height exceeds 165 mm.

13.2.2 After removing the upper mould, excess material shall be struck off
level with the top of the lower mould by means of a straightedge, and any
irregularities shall be filled with fine material from the same sample. The
mould containing the specimen shall then be covered with a metal plate
and stored at a temperature of 27 ± 2'G ( see Note 1 ) until the following day
when the specimen shall be removed from the mould for further curing.
The specimen shall then be weighed to the nearest 1 g (W^^).

13.3 For Specimen Compacted to Refusal — Using only material pass-
ing the 20-mm IS Test Sieve fpr medium-grained soils and only material
passing the 40-mm IS Test Sieve for coarse-grained soils, the stabilized soil
shall be prepared as described in IS:4332(Part I>1967*.

13.3.1 The mould shall be assembled on its baseplate and another
mould, less baseplate, placed squarely on top. A quantity of stabilized soil
sufficient to give a specimen of 150 to 165 mm depth after compaction
(that is abo^t 8 kg) shall be compacted into the mould in three equal layers,
each layer being compacted with a tamper fitted to a vibrating hammer

♦Methods of test for stabilized soils : Part I Method of sampling and preparation
of stabilized soils for testing.

19

18:4332 (Part V). 1970

until it is judged that no further compaction is possible. Each layer shall
be scarified with the palette knife before the next layer is added. The
compacted specimen shall be rejected for subsequent testing if its height
exceeds 1 65 imn,

13.3*2 After removing the upper mould, excess material shall be struck off,
lev«i with the top of the lower mould by means of a straight edge, and_any
irregularities in the surface shall be filled with material from the same
sample. The mould containing the specimen shall then be covered with a
metal plate and stored at a temperature of 27 ± 2^*0 (see Note 1 ) until the
following day when the specimen shall be removed from the mould
for further curing. The specimen shall then be weiglied to the nearest

14. CURING

14.1 The curing tin shall be placed over the specimen, and the tin and
specimen then inverted. The lid shall then be placed in position and
sealed with suitable tape {see Note 2). The tin containing the specimen
shall then be weighed to the nearest Ig (^^2)- ^^ shall subsequently
be stored for a period {see Note 3), the length of which will depend on the
process and type of stabilizer employed, at a temperature of 27 =fc 2''G
{see Note I).

14.2 After the curing period, and before testing, the tin containing the
specimen shall again be weighed to the nearest 1 g (W^'4). Any specimen
that has lost more than 10 g in weight during the storage period shall be
discarded.

15. TEST PROCEDURE

a) After weighing, the specimen shall be removed from the tin.

b) The specimen shall then be placed centrally on the lower platen of
the compression testing machine in such a manner that the load
shall be applied to opposite sides of the cube as cast, that is, not to
the top and bottom. The load shall be applied without shock and
increased continuously at a rate of approximately 35 kgf/cm^/min
until the resistance of the cube to the increasing load breaks down
and no greater load cari be sustained. The maximum load exerted
by the machine can be recorded ( P kg ).

c) The moisture content shall be determined in accordance with
IS:4332(Part II )-1967* on a representative sample of fragments
taken from the interior of the specimen and recorded.

♦Methods of test for stabilized soils : Part 11 Determination of moisture content of
stabilized soil mixtures.

20

IS:4332 ( Part V) -1970

16. CALCULATIONS

a) Thexmconfined compressive strength (p) of the specimen shall be
calculated from the formula:

p » PjA MN/m* ^ f /22 500 MNfm«

where

P = maximum recorded load, N, and

A «s area of cross section of specimen in mm®.

b) In the case of soils stabilized with a solid stabilizer, the weight of
dry solids per cubic foot (dry soil plus stabilizer density (yd) in
the specimen shall be calculated from the formula :

. 100^4^2 ; a lOOW^, , 3

>^-^^ F(100 + mi) g/"^'^ ^37 5(100 + mx) g-^""^

where

W^ —weight of specimen after removal from the mould in g,

V == volume of mould in cm^. and

m^ «= moisture content of soil plus stabilizer after curing in
percent.

17. REPORTING OF RESULTS

17.1 The unconfined compressive strength of the specimen shall be reported
as follows:

a) Values of compressive strength up to 3*5 MN/m*(35 kg/cm*),
report to the nearest 0*1 MN/m.* ( 1 kg/m.*).

b) Values of compressive strength above 3*5 MN/m* (35 kg/cm»),
report to the nearest 0-15 MN/m* (1*5 kg/m*).

17.2 The report shall include relevant details of the size and shape
of the specimen and the composition of the stabilized soil mixture, the dry
soil or dry soil plus stabilizer density, the moisture content as determined
in 15 (c), the methods of compaction and curing and the curing period
and temperature.

NoTS 1 — The tolerance on the curing temperature of±2*G U essential for all
laboratory work and in preliminary testing to ascertain the cement content
required. For site conditions where strength tests are being .made only for quality
control purposes, however, the tolerance may be relaxed to * b°C, If this is done
the maximum and minimum temperatures shall be ascertained and reported with the
results.

Note 2 — Storage in a sealed tin has been specified in.the case of cubes as this has
been found to be the best method of maintaining the moisture content at a constant
value and is very simple to carry out.

21

IS : 4332 ( Part V)- 1970

This method of curiiig, at constant moisture content, has been found to be suitable
for stabilization with cement or lime but with other stabilizers, guidance on a
suitable method of curing should be sought from the manufacturers of the stabilizers.

Note 3 — Period of storage — With many stabilizing agents, the strength of the
stabilized soil increases with storage. In such cases, tests should be made on specimens
that have been stored for various periods, to determine whether or not the strength
is increasmg satisfactorily. With cement-stabilized specimens, suitable periods of
storage are 3,7,14 and 28 days.

In certain circumstances, however, it will be convenient to obtain a simple assess-
ment of the quality of the stabilized mixture as rapidly as possible. In such cases,
tests should be made on specimens that have been stored for a single fixed period,
the time chosen depending on the process of stabilization under consideration.
With cement-stabilized specimens, this period should normally be seven days.

With other stabilizers, guidance on a suitable period of storage should be sought
from the manufacturers of the stabilizers.

22

INDUIM

STANDARDS

INSTITUTION

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NEW DELHI llOOUa
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V.I P. Rojid. Mantktola
CALCUTTA 7000S4

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CHANDIGARH 16CK}3€

Tvltgranif ;
{ CanimQn

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34 24 99

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C. \. T- Catiypuat
MAPHASe00l13

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